When designing storm shelter footings to resist ICC-500 sliding loads, do you only rely on friction sliding to resist the load (1.5 SF) in the parallel direction of the wind load? Or do you also use the perpendicular footing with passive pressure as well.
I have seen footings consisting of 12"-16" by very wide to footings with only 2'-0" width but much deeper with stirrups. Does anyone have a reference for design examples of storm shelter foundations, or once the load is transferred to the foundation, is it just completely outside the scope of storm shelter specifics and it is just up to the engineer to make sure the forces are resolved?
I have seen footings consisting of 12"-16" by very wide to footings with only 2'-0" width but much deeper with stirrups. Does anyone have a reference for design examples of storm shelter foundations, or once the load is transferred to the foundation, is it just completely outside the scope of storm shelter specifics and it is just up to the engineer to make sure the forces are resolved?